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Sewer System Report
for
University Heights
Phases 1 -5
College Station, Texas
May, 2011
Prepared By:
SCHULTZ ENGINEERING, LLC.
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
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JOSEPH P. SCHULTZ
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SCHULTZ ENGINEERING. LLC.
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General Information
Location:
General Note:
Offsite Flow
Assumption: It was assumed that the land to the west would have 40 dwelling units
that could use the provided stubbed out sanitary sewer line. The flow
from the 20.305 acre Kemp tract to the north was determined by
assuming 4 DU per acre per its residential land use.
Land Use:
Design Criteria
Primary Sewer Outfall:
The University Heights Subdivision, Phases 1 -5, Lots 1 -153, Blocks
1 -10, is located on the west side of Holleman Drive South and north of
Paloma Ridge Drive.
These 153 residential lots will flow into the proposed 10 ", 8" and 6"
sewer lines which are to be constructed with these Phases. These sewer
lines will connect to an existing manhole on the existing 12 "sewer line
that drains to the Steeplechase Sanitary Sewer impact fee sanitary sewer
line. This is located to the south and was constructed in with previous
development.
Single Family Residential — Phases 1, 2 and 3
Multi- Family Residential — Phases 4 and 5
20 DU per acre
Phase 4 — 3.454 x 20 = 69 DU, Phase 5 — 5.141 x 20 = 103 DU
An existing 12" sewer line through Las Palomas subdivision.
Domestic Demand:
Avg. Pop Density: 2.67 persons per unit
Average Flow: 100 gpd /cap Residential
Peaking Factor: 4
10% Infiltration Assumed
Pipe: PVC ASTM D 3034 SDR 26
Applicable Exhibits: Exhibit A — Sanitary Sewer System Layout
Exhibit B — Sanitary Sewer Analysis Spreadsheet
Conclusion
The proposed 10 ", 8" and 6" lines flow into an existing manhole
previously constructed with separate development. The analysis in
Exhibit B checks the calculated slope required to pass the estimated flow
against the design slope shown on the plans. The spreadsheet indicates
the design slope is greater than the minimum computed slope, so we
conclude that the system is more than capable of carrying the anticipated
flows from this phase and future phases of the subdivision.
Exhibit B also shows the full flow velocity in the proposed lines to range
from 2.81 fps to 1.98 fps and the calculated peak flow velocity to range
from 0.29 fps to 1.45 fps.